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`,orri,,,n-.'~:�a eR Co anv, Inc. <br /> -r ?8, 1977 <br /> P a J G C 4x <br /> ' di5tllr7Ed s:Tlples e 2-`-ain ed within the <br /> T:;ree re_atively u - <br /> �;�^ly plastic clays. Two consolidation <br /> 7IIes and =ive triaxial <br /> �`se saY ies - aril rests were <br /> __s ar ales ware cut fro� - <br /> _l __ :l fi s t s. e l_•_ s oj test <br /> in ccnju ,ct}on <br /> results, r- Led on =iSures 9 -nd 10, ; lc e the f o=io;,ir.g "P ical <br /> consolidation parameters for the h_g[Tl}' plastic clay -ma%erl3ls. <br /> - c_ I 1 LY PT,_CTI CT AY <br /> CONSOLIDATION <br /> T Past C 're s1Jn Coefficlent of <br /> Drill ln_t_al - <br /> De Depth Void Pressure Indexes Ccnsolidat) <br /> on <br /> Hole P -- (cm2/sec) <br /> No. (ft) Ratio (ksf) Cr C, <br /> 3 11-12.5 0.710 <br /> 2-3 0.05 0.17 6 x 10-4 <br /> 6 15.5-17 0.946 6-8 <br /> 0.03 0.23 1 x 10-3 <br /> Isotropically consolidated-undrained (ICU) triaxial shear tests were per- <br /> formed at consolidation pressures equal to 25.0, 50.0, and 100.0 psi. <br /> Two of the three triaxial specimens were from Drill Hole 6 at a depth <br /> of 15.5 to 17.0 feet, and the third specimen was from the same drill <br /> hole at a depth of 12.0 to 13.5 feet. The consolidated-undrained triaxial <br /> shear strength results, presented on Figures 11 and 12, indicate an <br /> effective stress friction angle of 20.10 and an effective cohesion equal <br /> to 4.3 psi (610 psf) . The samples at the two lower consolidation pressures <br /> failed with a plastic stress-strain development, and the sample at the <br /> highest consolidation pressure failed in a semibrittle fashion. During <br /> shear of the third specimen a peak stress was developed quite quickly <br /> (less than 2 percent strain) ; the deviator stress then began to drop and <br /> by the end of the test (approximately 10 percent axial strain) the ultimate <br /> deviator stress was about 70 percent of the peak value. The stress-strain <br /> characteristics for the third sample should, in our opinion, be considered <br /> in any stability analyses. <br /> Unconsolidated-undrained triaxial compression tests were performed on <br /> two additional foundation samples from Drill Holes 3 and 4. Unconsolidated- <br /> Q bss�c►A� <br />